KR101096664B1 - Construction method of approaching duel tunnel and pressing unit of pillar using the same - Google Patents

Abstract

PURPOSE: A method of constructing parallel tunnels and a compressed structure for a filler unit used for constructing the tunnels are provided to form parallel tunnels without a separate post like a central wall by compressing ground between tunnels. CONSTITUTION: A method of constructing parallel tunnels is as follows. A leading tunnel(1) is excavated to a fixed depth. A plurality of boreholes are formed on a pillar unit between a following tunnel(2) excavated adjacent to the leading tunnel at regular intervals. A hollow conduit is inserted into each borehole. After the following tunnel is excavated to a depth corresponding to the leading tunnel, a tension member(110) is inserted into each conduit connecting the leading tunnel to the following tunnel. Both ends of the tension member are pulled using a binding member(120) on the outside of a front plate to compress the pillar unit.

Description

Construction method of approaching parallel tunnel and compression structure of pillar part used in construction {Construction method of approaching duel tunnel and pressing unit of pillar using the same}

The present invention relates to a method for constructing a close-by-parallel tunnel and a compression structure of a filler part used in the construction thereof, and in detail, in excavating two or more tunnels in close proximity, without having to construct a separate column such as a central wall, between a tunnel and a tunnel. The present invention relates to a method of constructing a close parallel tunnel so that existing ground can be substituted for a pillar, and a pillar compression structure used for the construction.

In the case of parallel tunnels in which two tunnels are formed in parallel, there is generally a sufficient distance between the tunnels for the structural stability of the tunnel. When installing parallel tunnels, the distance between tunnels should be 1.5 times or more based on the tunnel excavation width to ensure structural stability of the tunnel.

However, it is sometimes difficult to secure a separation distance of more than 1.5 times the tunnel excavation width due to other conditions such as the topography conditions and environmental problems of the tunnel construction. In this case, a two-arch tunnel excavation method is generally employed in which a central tunnel is first constructed in a central part where two tunnels are to be formed, thereby creating a central wall (usually a concrete column), and then excavating the main tunnel to both sides.

However, in the two-arch tunnel excavation method, a central tunnel is first constructed in the center where two tunnels are to be formed, and then the tunnel is extended and excavated to the side. There is a disadvantage. In addition, as all the loads are concentrated on the central wall, structural instability is caused, and there is a problem in which water leakage occurs frequently in the valley formed above the central wall.

There is also a construction method that excavates a large cross-section tunnel consisting of one arch and forms a column or wall in the center thereof. However, this construction method requires pillars or walls for efficient ventilation and median function due to confrontation traffic. Therefore, the width of the tunnel is wider than 1.0 ~ 1.5m compared to the conventional four-lane tunnel, and thus the structural stability of the tunnel. This is a disadvantage of becoming vulnerable.

The technical problem to be solved by the present invention is to compress the ground existing between the tunnel and the tunnel to form a parallel tunnel without the construction of a separate column such as a central wall, and to minimize the gap between the tunnel and the tunnel It is to provide a method for constructing a proximity parallel tunnel that can implement a structurally stable parallel tunnel.

Another technical problem to be solved by the present invention is to compress the ground existing between the tunnel and the tunnel so that the ground can exhibit the function of the central wall, and in the construction of the parallel tunnel, it is possible to clearly solve the problem of leakage after construction. It is to provide a pillar portion compression structure used in the construction of a near-parallel tunnel.

According to an aspect of the present invention as a means for solving the problem, (a) excavating the preceding tunnel to a certain depth; (b) forming a plurality of perforation holes at regular intervals in the pillar portion to be formed between the trailing tunnel being excavated close to the preceding tunnel; (c) inserting a hollow conduit into each of the perforation holes of the pillar portion; (d) grouting between the conduit and the wall of the drilled hole, and installing a curved front plate on the side surface of the preceding tunnel where the conduit is exposed to the outside; (e) installing the reinforcement in an oblique direction toward the upper and lower trailing tunnels to be constructed near and starting from above and below the front plate; (f) digging the trailing tunnel to a depth corresponding to the preceding tunnel; (g) installing a curved front plate on the trailing tunnel side digging surface from which the conduit extending from the preceding tunnel is exposed; (h) installing one pressure block at each inlet and outlet of the conduit exposed to the front of the front plate of the preceding tunnel and the following tunnel; (i) installing a reinforcement in an oblique direction toward the top and bottom of the preceding tunnel, starting from above and below the front plate of the following tunnel; (j) inserting a tension member into each conduit installed in the pillar portion between the preceding tunnel and the trailing tunnel, and pulling both ends of the tension member in the direction of compressing the pillar portion by using the binding member outside the front plate; And (k) grouting the inside of the conduit into which the tension member is inserted; and comprising a method of constructing a near-parallel tunnel to excavate a tunnel while repeatedly performing steps (a) to (k) at a predetermined depth along a tunnel excavation direction. To provide.

After the drilling of the preceding and trailing tunnels, placing the primary shotcrete for the corresponding tunnel drilling surface; Installing a plurality of support materials along the tunnel excavation surface after the first shotcrete; And placing the second shotcrete on the tunnel excavation surface after the support material is installed.

The method may further include forming a curved arcuate lining structure on the entire surface of the preceding and trailing tunnels before the second shotcrete is poured.

delete

In this embodiment, before the trailing tunnel excavation ((f)), by installing a shock-proof reinforcing block in front of the front plate installed in the preceding tunnel side excavation surface and a temporary material that supports it stably from the ground, excavation of the trailing tunnel It is desirable that the filler portion is not collapsed or broken.

In addition, in the step (d), it is possible to fix the conduit in the hole through the pressure grouting using pressure.

In addition, when constructing the reinforcement in the steps (e) and (i), it is preferable to install the reinforcement so that the reinforcement extending from each tunnel crosses each other in the diagonal direction when viewed from the tunnel longitudinal cross-sectional direction.

According to another aspect of the present invention for solving the problem, the conduit is inserted into the drilling hole formed in the filler portion between the preceding tunnel and the trailing tunnel; A front plate constructed at a predetermined height on the side of the excavation surface of the preceding tunnel and the trailing tunnel close to the pillar portion; A reinforcement buried so as to cross diagonally toward the top and bottom of the neighboring tunnel above and below each front plate; A pressure block installed at each end of each conduit exposed in front of the front plate and having a through hole through which the both ends of the conduit can be inserted; A tension member inserted into the conduit and both ends of which are exposed in front of the pressure block installed at the front and rear tunnel side digging surfaces; And a binding member fastened to both ends of the tension member exposed to the front of the pressure block, wherein the conduit and the tension member are respectively used in the construction of a near-parallel tunnel, which is fixed in the drill hole and the conduit of the filler part through grouting. Provided is a pillar compression structure.

In the present embodiment, the reinforcing material may be any one selected from rock bolts, nails, anchors, steel pipes, F.R.P having an axially extending length.

In addition, the pressure block may be a cross-shaped concrete or steel block.

The tension member may be any one selected from a steel wire, a nail, a steel pipe, and a linear member of PE material.

In addition, the present embodiment may be a configuration further comprising; a perforated pipe that is continuously piped vertically and horizontally on the front plate.

According to the method of constructing a proximity parallel tunnel according to an embodiment of the present invention and a compressed structure used in the construction, the construction using the compressed structure as a central wall (column) is implemented using the compressed structure. . Therefore, when constructing parallel tunnels, a separate column construction like a conventional central wall is not required. In other words, it is possible to expect a reduction in construction period and consequent reduction in construction cost in constructing a parallel tunnel.

 In addition, according to the present invention, through the compression structure as described above compresses the ground between the tunnel and utilizes it as a central wall. Accordingly, there are some differences depending on the ground conditions, but compared with the conventional parallel tunnel construction, there is an advantage in that a more robust and structurally stable proximity parallel tunnel can be realized while minimizing the gap between the tunnel and the tunnel.

In addition, the compressed structure for forming the pillar portion (column) has a structure in which a hole pipe for drainage treatment is piped. Therefore, the leakage problem that frequently occurs at the intersection of two arcuate tunnel sections has an advantage that can be clearly solved.

1 is a block diagram schematically showing the construction process of the proximity parallel tunnel by the construction method according to an aspect of the present invention.
2 to 16 is a step-by-step detailed view of the construction of proximity parallel tunnel according to an aspect of the present invention.
17 is a perspective view of a compression structure according to another aspect of the present invention.

Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings. In the following description of the present invention, a detailed description of components known to unnecessarily obscure the well-known configuration and the subject matter of the invention will be omitted. In addition, the same reference numerals will be given to the same components.

1 is a block diagram schematically showing the construction process of the proximity parallel tunnel by the construction method according to an aspect of the present invention.

Referring to Figure 1, one aspect of the present invention, drilling the preceding tunnel, drilling hole formation and insertion of the conduit in the direction in which the trailing tunnel is formed, drilling hole pressure grouting for conduit fixing, construction of the preceding tunnel reinforcement, trailing tunnel, It is a construction method that allows two tunnels to be closely formed through a series of processes such as construction of a reinforcing tunnel reinforcement, insertion of a tension member in a conduit, compression of a filler part using a binding member, and grouting of a conduit in which a tension member is inserted.

Near parallel tunnel construction method according to an aspect of the present invention including a series of the above process, strongly compresses the ground existing between the preceding tunnel and the trailing tunnel using a compression structure including a conduit, a tension member, and a binding member. The ground between the compressed tunnel can act as a pillar part, that is, a central wall (column). The construction of the proximity parallel tunnel according to the present embodiment will be described in more detail.

2 to 16 is a step-by-step detailed view of the construction method of proximity parallel tunnel according to an aspect of the present invention.

Referring to these drawings, first, as shown in FIG. 2, the shaft is installed in the construction target part to be excavated, and the preceding tunnel 1 is excavated to a certain depth. Tunnel excavation can be carried out through mechanical blasting through the blasting and excavation equipment using a generally known explosive, and when excavation is completed to a certain depth, trim the excavated preceding tunnel excavation surface 10 as shown in FIG. The drilling surface 10 is stabilized by pouring the shotcrete 12 primarily thereon.

When the primary shotcrete 12 is hardened, a plurality of support members 40 are installed in the excavation cross-section direction as shown in FIG. 4 to reinforce the preceding tunnel excavation surface 10 to form a central wall. In the pillar portion 50 to be formed, a plurality of drilling holes 60 are formed at a predetermined interval in the horizontal direction from the side surface of the preceding tunnel 1 toward the trailing tunnel 2. In this case, the drilling hole 60 may be formed through a general drilling equipment, and the width of the filler unit 50 may vary depending on the ground conditions, and thus is not limited to a specific length.

When the drilling hole 60 is completed, the hollow conduits 70 of the respective hollow holes 60 are inserted as shown in FIG. 5, and as shown in FIGS. 6 and 7, the conduits 70 and the drilling holes ( 60) Pressure grouting is performed between the walls to fix the conduit 70 in the drilling hole 60 using a filler 80, for example mortar. A curved front plate 90 is installed on the side surface of the preceding tunnel 1 in which the conduit 70 is exposed.

In this case, the conduit 70 may be a pipe of a material that does not generate corrosion, for example, a PVC pipe, and the front plate 90 may be a panel having a curved cross section in accordance with the excavation surface 10.

Next, starting from above and below the front plate 90, reinforcing members 42a and 42b are installed in diagonal directions toward the upper and lower portions of the trailing tunnel 2 to be constructed in close proximity (see FIG. 7). The stiffeners 42a and 42b correspond to the load acting in the vertical direction of the ground of the filler part 50 to be formed between the trailing tunnel 2, that is, the shear load, and have an axially extending length. Rock bolts, nails, anchors, steel pipes, FRP, etc. can be used, and can be stably fixed to the ground through the grouting method.

When the installation of the reinforcing material (42a, 42b) is completed, by installing the pressure block 100 one by one on the inlet side of each conduit 70 exposed outside the front plate 90, the filler unit 50 by using the tension member 110 later When compressing the pressure to the excavation surface 10 around the conduit 70 to be distributed over a larger area (see Figure 8). For example, a cross-shaped concrete block or steel block having a through hole through which both ends of the conduit 70 can be fitted in the center, as shown in the partially enlarged view, may be adopted as the pressure block 100.

Subsequently, the secondary shotcrete 14 is poured into the preceding tunnel digging surface 10 to further stabilize the digging surface 10 (see FIG. 9). Prior to placing the secondary shotcrete 14, in some cases, a curved arcuate lining structure using a panel along the excavation cross-sectional shape throughout the excavation surface 10 depending on the excavation target ground state in which the tunnel is to be constructed (not shown). May be further included). This also applies to the secondary shotcrete 14 placing step for the trailing tunnel 2 which will be described later.

After the drilling of the preceding tunnel 1 and the construction of the filler portion 50 conduit 70 through the above-described serial process, the trailing tunnel 2 is excavated to a depth corresponding to the preceding tunnel 1. Due to the vibration in the process of drilling the trailing tunnel (2) may crack and collapse in the drilling surface 10 of the preceding tunnel (1). Therefore, before excavating the trailing tunnel (2), in front of the pressing block 100 of the preceding tunnel (1), although temporarily not shown in the drawings to temporarily install a temporary reinforcement block and a temporary material that supports it stably from the ground It is good.

In excavating the trailing tunnel 2, first, as shown in FIG. 10A, first, the excavation is first performed from the far side from the conduit 70 extending from the preceding tunnel 1 side, and the remaining portion (dotted line in FIG. 10A). For the part located inwardly, through precision blasting and mechanical excavation, the conduit 70 extending from the preceding tunnel 1 side as shown in FIG. 10B can be exposed through the trailing tunnel digging surface 10 without being damaged. .

When the excavation for the trailing tunnel 2 is completed to a depth corresponding to the preceding tunnel 1, the excavated trailing tunnel 2 is polished and the shotcrete 10 is first formed thereon as shown in FIG. 22) to stabilize the trailing tunnel (2) excavation surface (10). Then, when the shotcrete 22 is hardened, a plurality of support members 40 and reinforcing members 42a and 42b are installed in the excavation cross-section as in the preceding tunnel 1 and extended from the preceding tunnel 1. A curved front plate 90 is installed on the trailing surface 2 of the trailing tunnel 2 where the conduit 70 is exposed (see FIG. 12).

In installing the reinforcing materials (42a, 42b) in the trailing tunnel (2), starting from above and below the front plate (90) installed on the trailing tunnel (2) excavation surface (10) and the upper and upper tunnels (1) Install so as to extend diagonally toward the lower part. As shown in FIG. 12, when the tunnel is viewed from the front, when the reinforcing members 42a and 42b extending from each tunnel (leading tunnel 1 and trailing tunnel 2) are formed in a pattern crossing each other in an oblique direction, a filler It is because it can respond more effectively to the overall load of the sub-50 ground.

 When the installation of the reinforcing material (42a, 42b) is completed, as in the preceding tunnel (1), and installed the pressure block 100 one by one on the exit side of each conduit 70 exposed outside the front plate 90 of the trailing tunnel (2) ( 13), as shown in FIG. 14, the secondary shotcrete 24 is poured into the drilling tunnel 10. At this time, in the process of the secondary shotcrete 24 for the trailing tunnel 2, the excavation surface 10, as well as the construction of the preceding tunnel 1, the lining structure (not shown) according to the ground state of the excavation target portion where the tunnel will be constructed. The process of forming) may be preceded.

When the trailing tunnel 2 is excavated to a predetermined depth through a series of processes as described above, the tension member 110 to each conduit 70 installed in the filler portion 50 between the preceding tunnel 1 and the trailing tunnel 2. After inserting and pulling both ends of the tension member 110 in the direction to compress the filler unit 50 using the binding member 120 from the outside of the pressure block 100 (see Fig. 15), and finally with Likewise, the tensioned member 110 in the pulled state is grouted into the inserted conduit 70 to maintain its tensioned state.

In the case of closely adjacent to the tunnel in the same manner as described above, the construction may be performed by completing the preceding tunnel 1 and then completing the trailing tunnel 2 corresponding to the length of the tunnel to be finally excavated, but the following tunnel ( 2) Considering the vibration in the excavation process and the structural stability of the ground as a whole, it is desirable to excavate the tunnel while repeatedly performing the above-described series of steps for each section along the tunnel excavation direction.

17 is a perspective view showing separately the components used for compressing the filler part in constructing the proximity parallel tunnel in the above-described manner, that is, the compression structure according to another aspect of the present invention.

Referring to FIG. 17, the compression structure according to another aspect used in compressing the filler unit 50 in the above-described construction method includes a conduit 70 and a front plate 90. As described above, the conduit 70 is inserted into the filler portion 50 and the drilling hole 60 between the preceding tunnel 1 and the trailing tunnel 2, and the front plate 90 is adjacent to the filler portion 50. It is constructed at a constant height on the lateral digging surface 10 of the (1) and the trailing tunnel (2).

The conduit 70 applied to the present embodiment may be a pipe of a material that does not generate corrosion, for example, a PVC pipe, and is fixed in the hole 60 through pressure grouting using pressure. In addition, the front plate 90 may be a curved metal panel having a predetermined thickness having a curvature corresponding to a tunnel excavation cross-section excavated in an arch shape.

In addition, the compression structure according to the present embodiment, the reinforcement (42a, 42b) buried toward the top and bottom of the neighboring tunnel above and below each front plate 90 installed in the preceding tunnel (1) and the following tunnel (2) ). The reinforcement (42a, 42b) is to correspond to the load acting in the vertical direction of the filler portion 50 ground, rock bolt, nail, anchor, steel pipe, FRP, etc. can be used as the reinforcement (42a, 42b) It is fixed to the ground stably through grouting method.

In installing the reinforcing members 42a and 42b, as shown in the accompanying drawings (FIGS. 12 to 14) and FIG. 17, the reinforcing members extending from each tunnel (leading tunnel 1 and trailing tunnel 2) ( 42a, 42b) is good to install so that the tunnel crosses when viewed from the front. As such, when the reinforcing members 42a and 42b extending in each tunnel are formed in an intersecting pattern, it is possible to more effectively cope with loads acting in the vertical direction of the filler part 50 ground and the tunnel ground, that is, shear loads.

One pressing block 100 is installed at each end of each conduit 70 exposed in front of the front plate 90. When the pressure block 100 compresses the filler unit 50 by using the tension member 110 to be described later, so that the pressing force can be distributed over a larger area on the excavation surface 10 around the conduit 70, the drawing As shown in the figure, a cross-shaped concrete block or steel block having a through hole in which both ends of the conduit 70 can be fitted may be applied. However, it is not limited to the shape shown.

In addition, a tension member 110 is installed in the conduit 70 installed in the filler part 50. In the state inserted into the conduit 70, the tension member 110 is exposed at both ends of the pressing block 100 in front of the preceding tunnel (1) and the trailing tunnel (2), the front of the pressing block (100) The binding member 120 is fastened to both ends of the exposed tension member 110. In fastening the binding member 120 at both ends of the tension member 110, pull both ends of the tension member 110 in the direction to compress the filler unit 50 by using the binding member 120 from the outside of the pressure block 100. .

The tension member 110 may be a linear member of steel wire, nail, steel pipe, PE material having male threads formed at both ends thereof. In this case, as the binding member 120, a nut member formed on an inner circumferential surface of a female thread screwed with a screw thread formed at both ends of the tension member 110 may be applied. And the tension member 110 to maintain the tensioned state as the binding member 120 is to be fixed in the conduit 70 through the pressure grouting.

On the rear side of the front plate 90 installed on the side surface excavation surface 10 forming the wall of the filler unit 50, a perforated pipe 130 for drainage may be piped horizontally and vertically. The hole tube 130 may be a general hole tube 130 formed a myriad of drainage holes through which groundwater can flow. Thus, when the two arcuate tunnel cross-section meets the oil hole pipe 130 is installed on the wall of the filler unit 50, it is possible to drain the water and water leakage mainly generated in the filler unit 50 to reduce the defect due to leakage. have.

According to the method of constructing the adjacent parallel tunnel according to the embodiment of the present invention described above and the compressed structure used in the construction, the construction using the compressed structure as a central wall (column) using the ground existing between the tunnel and the tunnel is used. Implement. Therefore, when constructing parallel tunnels, a separate column construction like a conventional central wall is not required. In other words, it is possible to expect a reduction in construction period and consequent reduction in construction cost in constructing a parallel tunnel.

 In addition, according to the present invention, through the compression structure as described above compresses the ground between the tunnel and utilizes it as a central wall. Accordingly, there are some differences depending on the ground conditions, but compared with the conventional parallel tunnel construction, there is an advantage in that a more robust and structurally stable proximity parallel tunnel can be realized while minimizing the gap between the tunnel and the tunnel.

In addition, the compression structure for forming the pillar portion (column) is a structure in which a hole pipe for drainage treatment is piped. Therefore, the leakage problem that frequently occurs at the intersection of two arcuate tunnel sections has an advantage that can be clearly solved.

In the detailed description of the present invention, only specific embodiments thereof have been described. It is to be understood, however, that the present invention is not limited to the specific forms referred to in the description, but rather includes all modifications, equivalents, and substitutions within the spirit and scope of the invention as defined by the appended claims. Should be.

1: Leading Tunnel 2: Trailing Tunnel
10, 20: excavated surface 12, 22: primary shotcrete
14, 24: secondary shotcrete 40: jibojae (支 保 材)
50: pillar 60: drilling hole
70: conduit 80: filler
90: front panel 100: pressure block
110: tension member 120: binding member
130: Merit Hall

Claims (12)

(a) digging the preceding tunnel to a certain depth;
(b) forming a plurality of perforation holes at regular intervals in the pillar portion to be formed between the trailing tunnel being excavated close to the preceding tunnel;
(c) inserting a hollow conduit into each of the perforation holes of the pillar portion;
(d) grouting between the conduit and the wall of the drilled hole, and installing a curved front plate on the side surface of the preceding tunnel where the conduit is exposed to the outside;
(e) installing the reinforcement in an oblique direction toward the upper and lower trailing tunnels to be constructed near and starting from above and below the front plate;
(f) digging the trailing tunnel to a depth corresponding to the preceding tunnel;
(g) installing a curved front plate on the trailing tunnel side digging surface from which the conduit extending from the preceding tunnel is exposed;
(h) installing one pressure block at each inlet and outlet of the conduit exposed to the front of the front plate of the preceding tunnel and the following tunnel;
(i) installing a reinforcement in an oblique direction toward the top and bottom of the preceding tunnel, starting from above and below the front plate of the following tunnel;
(j) inserting a tension member into each conduit installed in the pillar portion between the preceding tunnel and the trailing tunnel, and pulling both ends of the tension member in the direction of compressing the pillar portion by using the binding member outside the front plate; And
(k) grouting the interior of the conduit with the tension member inserted therein;
Proximity installation tunnel construction method for excavating a tunnel while repeatedly performing the steps (a) to (k) at a predetermined depth along the tunnel excavation direction.
The method of claim 1,
After excavating the preceding and following tunnels, placing the primary shotcrete on the corresponding tunnel excavation surface;
Installing a plurality of support materials along the tunnel excavation surface after the first shotcrete; And
After installation of the support material, the step of placing the tunnel shotcrete secondary shotcrete; construction method for close proximity tunnel further comprising.
The method of claim 2,
And forming a curved arched lining structure on the entire front and rear tunnel excavation surfaces before the second shotcrete casting.
delete The method of claim 1,
Before the trailing tunnel excavation (step (f)), by installing a shock-proof reinforcement block in front of the front plate installed on the side surface of the preceding tunnel and a temporary material for stably supporting it from the ground, the filler part collapses or breaks during the trailing tunnel excavation. Preventing from being; proximity construction tunnel construction method further comprising a.
The method of claim 1,
In the step (d), the installation method of the proximity parallel tunnel, characterized in that the conduit is fixed in the drilling hole through the pressure grouting using pressure.
The method of claim 1,
In the construction of the reinforcement in the steps (e) and (i), the reinforcement is installed so that the reinforcement extending from each tunnel forms a pattern that crosses each other in an oblique direction when viewed from the tunnel longitudinal section direction. Construction method.
A conduit inserted into a drilling hole formed in the pillar portion between the preceding tunnel and the trailing tunnel;
A front plate constructed at a predetermined height on the side of the excavation surface of the preceding tunnel and the trailing tunnel close to the pillar portion;
A reinforcement buried so as to cross diagonally toward the top and bottom of the neighboring tunnel above and below each front plate;
A pressure block installed at each end of each conduit exposed in front of the front plate and having a through hole through which the both ends of the conduit can be inserted;
A tension member inserted into the conduit and both ends of which are exposed in front of the pressure block installed at the front and rear tunnel side digging surfaces; And
And a binding member fastened to both ends of the tension member exposed in front of the pressure block.
The conduit and the tension member, respectively, the filler portion compression structure used in the construction of the close-by-parallel tunnel, characterized in that it is fixed in the drilling hole and the conduit of the filler portion through the pressure grouting.
The method of claim 8,
The reinforcement is a pillar structure compression structure for use in the construction of a near-parallel tunnel, characterized in that any one selected from the rock bolt, nail, anchor, steel pipe, FRP having an axially extending length.
The method of claim 8,
The pressing block is a pillar-shaped compression structure used in the construction of a close parallel tunnel, characterized in that the cross-shaped concrete or steel block.
The method of claim 8,
The tension member is a pillar structure compression structure used in the construction of a near-parallel tunnel, characterized in that any one selected from a linear member of steel wire, nail, steel pipe, PE material.
The method of claim 8,
Filler unit compression structure used in the construction of the proximity parallel tunnel further comprising; a perforated pipe that is continuously piped vertically to the rear of the front plate.

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